77 results about "Soil mass" patented technology

The invention provides a landslide probability prediction method and system, computer equipment and a storage medium, and belongs to the field of geological disaster early warning, and the method comprises the steps: obtaining the soil cohesion, internal friction angle and permeability coefficient of rock soil in a landslide region to be predicted; random field generation is carried out on the soil body cohesion, the internal friction angle and the permeability coefficient of the rock soil in the landslide area to be predicted, and soil body cohesion random field data, internal friction angle random field data and permeability coefficient random field data are obtained; carrying out discrete processing on the soil mass cohesion random field data, the internal friction angle random field data and the permeability coefficient random field data to obtain random variables of rock soil in the landslide area to be predicted; inputting the random variables of the rock and soil of the landslide area to be predicted into a pre-trained machine learning model, and calculating and outputting a plurality of slope safety coefficients; and determining the failure probability of the rock soil of the to-be-predicted landslide area according to the plurality of slope safety factor sets. According to the method, soil parameter spatial variability is considered, and the landslide probability prediction accuracy is improved.

The invention provides a method for predicting settlement of a transformer substation in a collapsible loess area based on a neural network, and relates to the technical field of geological engineering monitoring. Then, settlement characteristic indexes such as collapsibility, bearing capacity influence and deformation stability are obtained through analysis, a prediction model is established with soil mass mechanical data as input and the settlement characteristic indexes as output, the model performance is optimized through a particle swarm optimization algorithm and a loss function, and finally a fitness function is constructed according to the settlement characteristic indexes. And calculating the settlement fitness value of each sub-region, evaluating the settlement amount in combination with load time sequence data, setting a settlement threshold value, and carrying out risk marking on the sub-regions exceeding the threshold value. The settlement risk of the loess area where the transformer substation is located is effectively evaluated and controlled by establishing the settlement characteristic index prediction model and the dynamic monitoring mechanism.

The invention discloses a coal mine slope stability analysis method based on numerical simulation. The coal mine slope stability analysis method comprises the following steps: acquiring strength and permeability data of a rock-soil body through a field investigation point location, processing by adopting a statistical analysis method, obtaining initial parameter statistical characteristics, simulating parameter random distribution of the rock-soil body in a three-dimensional space, and obtaining a heterogeneous parameter distribution field; a finite element analysis method is adopted to calculate stress-strain response of the slope under external load and hydrological conditions, a local stress concentration area is determined, and a slope stability index is obtained; acquiring a local deviation value of a corresponding parameter distribution field for an area where the slope stability index exceeds the range, adjusting the deviation value through an iterative algorithm, and determining an optimized parameter distribution field; and performing finite element analysis again based on the optimized parameter distribution field, judging distribution positions of potential instability points, and determining a final risk boundary according to the distribution positions of the potential instability points. According to the method, the scientificity and reliability of slope stability evaluation are improved.

A stratum reinforcement modeling and analysis method for a shield tunnel crossing an existing structure is provided. Geological information and an engineering structure condition of the existing structure are acquired. Physical parameters of different soil mass layers are determined based on a laboratory test. A three-dimensional (3D) model is constructed. Mesh generation is performed on the 3D model defining a constraint for the 3D model. Model parameters are selected for the 3D model. A soil mass constitutive model is selected for the 3D model. Synchronous grouting simulation, construction load simulation and shield tunneling construction simulation are performed on the 3D model. Stratum parameters are changed to achieve stratum reinforcement modeling. Data analysis is performed by adopting different reinforcement schemes to achieve stratum reinforcement modeling and numerical analysis of the process of the shield tunnel crossing the existing structure.

The invention provides a large-size sample sampling method for mine rock mass or cold region mine frozen soil mass, which comprises the following steps: marking a cutting range on a free surface, and drilling at the vertex of the cutting range; anchor rods are fixed in the drill holes; the diamond string bead rope is wound between two reversing pulleys, the reversing pulleys extend into the drill hole through a mounting rod and are connected to the top of the anchor rod, and the angle of the reversing pulleys is adjusted, so that the rope outlet direction of the reversing pulleys is the same as the to-be-cut direction; the diamond beaded rope is tensioned and connected to a rope saw, the rope saw is started, the diamond beaded rope cuts the vertical face along the to-be-cut position, the steps are repeated, and all the vertical faces are cut; the angle of the two reversing pulleys is adjusted, the diamond beaded rope winds around the rock sample subjected to vertical face cutting in the horizontal direction, the rope saw is started, the diamond beaded rope cuts along the bottom face of the rock sample, and the rock sample is taken out after cutting is completed. According to the invention, large-size sampling is facilitated, the size of the taken rock sample is relatively regular, and the damage degree is low.

The application relates to a method and device for repairing and reconstructing an inclinometer tube and automatically monitoring deep deformation of a geotechnical body, which can effectively solve the problem that the inclinometer tube is damaged due to excessive deformation and cannot continue to be observed. The method comprises the following steps: checking the inclinometer tube which cannot be artificially observed; cleaning the checked inclinometer tube and re-installing and burying a new inclinometer tube or re-drilling a hole around the original inclinometer tube and burying a new inclinometer tube; lowering, installing and fixing an array displacement meter into the inclinometer tube; installing a data acquisition and wireless transmission terminal; accessing a terminal and logging into a server to mount the array displacement meter; and collecting and monitoring data in real time. The method has the advantages of automatic data collection, wireless transmission, reduced labor cost of traditional artificial observation, human error, accurate and real-time data and early warning.

The invention discloses a rock-soil body in-situ shearing and moisture content density integrated detection device, which belongs to the technical field of geological exploration and comprises a probe rod and a vane shearing head arranged at the bottom end of the probe rod. The cross plate shearing head is installed at the bottom end of the probe rod through the one-way connecting mechanism, rotation of the cross plate shearing head can be controlled in a one-way mode through the collection driving mechanism, the rotation torque is synchronously detected to obtain the shear strength index of the rock-soil body, meanwhile, the sleeve is arranged on the outer side of the probe rod in a sleeving mode, and through the limiting plate arranged on the outer wall of the sleeve, the shear strength index of the rock-soil body is obtained. The position of the sleeve can be circumferentially limited after the probe rod penetrates into the target depth, a density probe and a moisture content probe are integrally installed in the two sets of limiting plates respectively and matched with a lifting mechanism for use, the lifting mechanism can be triggered when the probe rod rotates reversely, and the density probe and the moisture content probe are driven to stretch out and be inserted into soil. In-situ detection of the density and the water content is completed, and the functionality of equipment is improved.

This invention discloses a method for joint monitoring of surface subsidence and pipeline deformation in coal goaf areas, relating to the fields of geotechnical mechanics and surveying engineering technology. The method includes: acquiring SAR time-series images of the coal goaf area; obtaining surface subsidence data of the coal goaf area based on the SAR time-series images by combining the S-InSAR method and the phase cumulative difference D-InSAR method; determining the pipeline length, inner and outer diameters, burial depth, and the extent and shape of the soil mass based on the SAR time-series images of the coal goaf area, and establishing a pipeline-soil numerical model of the coal goaf area; determining the subsidence value and horizontal movement value based on the coal goaf image data containing the relationship between surface subsidence and pipeline location; inputting the subsidence value and horizontal movement value into the pipeline-soil numerical model of the coal goaf area for numerical simulation to obtain pipeline deformation stress data; and determining the spatial coupling relationship between the surface subsidence data and the pipeline stress-deformation data by spatially superimposing the surface subsidence data and the pipeline stress-deformation data.

The invention relates to the technical field of soil mass layered monitoring, and discloses a soil mass layered settlement monitoring device and a soft soil parameter dynamic updating method.The soil mass layered settlement monitoring device comprises a fixing steel plate, a plurality of fixing rods and a plurality of suspension plates, the fixing steel plate is arranged at the bottom of a soil mass, the fixing rods are perpendicularly arranged on the surface of the fixing steel plate, and scales are arranged on the outer surfaces of the fixing rods; the multiple suspension plates are located on the surfaces of all soil layers of the soil body respectively and arranged on the outer surfaces of the multiple fixing rods in a sleeving mode respectively, and indicating cylinders are arranged at the tops of the suspension plates. The fixed steel plate provides a stable foundation, and the plurality of fixed rods with scales ensure that the monitoring reference is accurate; the suspension plate is sleeved with the fixing rod, corresponds to soil layers of different depths and can synchronously move along with settlement of the soil layers, and the top indicating cylinder protrudes out of the surface of the soil layer, so that data reading is facilitated, and soil disturbance is avoided; the structure can synchronously capture layered settlement data of different depths and different positions, accurately distinguish independent deformation characteristics of each soil layer, and fill the blank that traditional equipment can only measure total settlement.

The application provides a rock-soil body dynamic damage simulation method based on an energy dissipation hot spot, comprising the following steps: constructing a near-field dynamics and discrete element coupling model for describing the mechanical state of particles under the action of an earthquake; calculating the force information of the particles; calculating the particle velocity and displacement according to the force information of the particles, and analyzing the damage process according to the energy dissipation hot spot to obtain a calculation result; and outputting the calculation result and drawing a cloud chart. The application constructs a near-field dynamics and discrete element coupling model for the slope instability phenomenon under the action of an earthquake, and applies the model to a discrete element software to form a method for describing the deformation and damage characteristics of a slope under the disturbance of an earthquake; the application analyzes the shape and characteristics of a sliding surface through the rock-soil body dynamic damage simulation method based on the energy dissipation hot spot, reflects the process of slope instability under the action of an earthquake, improves the prediction accuracy and the recognition accuracy of the sliding surface, and has a significant advantage in the prediction of the progressive damage of rock-soil bodies and sudden landslides.

The invention discloses a system and a method for in-situ measurement of thermodynamic electrical parameters of a rock-soil body. The system comprises an in-situ detection probe, a data acquisition instrument, a penetration assembly for connecting the in-situ detection probe and the data acquisition instrument, and a data analysis platform connected with the data acquisition instrument, the in-situ detection probe comprises a CPTU static sounding probe, a four-phase pole resistivity probe, a heating probe inserted into a hollow cylinder of the four-phase pole resistivity probe, and an adapter connected with the CPTU static sounding probe and the four-phase pole resistivity probe; the four-phase electrode resistivity probe comprises a hollow metal shell, and an insulating material, a voltage electrode and a current electrode are arranged on the outer ring of a cylinder at intervals. During testing, the resistivity of the soil body is firstly tested, then the heating wire is electrified and heated, and the four-phase pole resistivity probe is used as a temperature sensor of the heating probe, so that synchronous testing of soil layer classification and thermodynamic electrical parameters of the rock-soil body is realized. The invention further provides a column heat source-parameter estimation method for thermal parameter testing, and the testing accuracy is remarkably improved.

The utility model relates to the technical field of rock and soil foundation reinforcement, and discloses a waste slag rock and soil body reinforcement structure which comprises a reinforcement plate and an anchoring mechanism, the anchoring mechanism comprises a fixing plate, a first anchor rod and a second anchor rod, a first through hole and a second through hole are formed in the reinforcement plate, a breakthrough assembly is arranged in the second anchor rod, and the first anchor rod and the second anchor rod are connected. A cavity is formed in the second anchor rod in the axial direction, a plurality of through grooves are evenly formed in the surface of the second anchor rod, each through groove communicates with the cavity, a breakthrough plate is movably connected into each through groove, and in the first state, all the breakthrough plates do not protrude out of the surface of the second anchor rod; in the second state, all the breakthrough plates protrude out of the surface of the second anchor rod; a reinforcing assembly is arranged in the cavity and can drive the breakthrough plate to be converted from the first state to the second state. The problems that in the prior art, the surface of an anchor rod is smooth, the fixing effect of the anchor rod and soil is poor, a reinforcing structure is prone to displacement under washing of rainwater, and the rock-soil body reinforcing effect is affected are solved.

This invention discloses a system and method for testing the collapsibility coefficient of undisturbed loess. The system includes a constant-force jacking device, a humidification and maintenance device, and a collapsibility coefficient determination device. The constant-force jacking device is installed at the annular soil mass within the test hole to apply a constant horizontal jacking force to the annular soil mass. The humidification and maintenance device covers the outside of the annular soil mass to gradually humidify it and obtain its moisture content. The collapsibility coefficient determination device is connected to the constant-force jacking device and the humidification and maintenance device to determine the collapsibility coefficient or self-weight collapsibility coefficient of the annular soil mass at different moisture contents based on the jacking distance of the constant-force jacking device. This invention utilizes undisturbed annular loess in the field, eliminating the need for sampling and indoor testing to obtain the collapsibility coefficient or self-weight collapsibility coefficient. It preserves the original structure of the loess, resulting in more accurate collapsibility test results that meet the needs of engineering design and disaster management.

This invention relates to the field of rock and soil stability assessment technology, specifically to a method and system for rock and soil stability assessment based on big data. It includes the following steps: S1, obtaining the geological range of the rock and soil mass to be assessed for stability, and simultaneously collecting relevant big data on the rock and soil mass based on this geological range; S2, dividing the geological range of the rock and soil mass into regions based on the geographical location and geological characteristics corresponding to the relevant big data; predicting rock and soil mass data by selecting factors based on correlation values, and combining the selected factor-predicted rock and soil mass data with time-predicted rock and soil mass data to perform a comprehensive stability score. The scoring process considers multiple dimensions, including basic stability score, time-predicted data weight, weight of changing factors, correlation correction coefficient between regions, and regional area weight, to calculate the final comprehensive stability score, which can objectively and accurately reflect the overall stability status of the rock and soil mass geological range.

The invention relates to the technical field of underground structure tests, and provides a deep underground structure mixed test device which comprises a model box, a plurality of loading plates, a plurality of drivers and a water pressure loading mechanism. The loading plates are arranged in the model box, each loading plate is parallel to one inner wall of the model box, a containing space is formed among the loading plates, and the containing space is used for containing a rock-soil body-underground structure model; the plurality of drivers are connected with the plurality of loading plates, and the drivers are used for driving the loading plates to move; the water pressure loading mechanism is arranged on the model box and communicated with the model box, and the water pressure loading mechanism is used for injecting water into the model box and adjusting the pressure of a water body in the model box. According to the deep underground structure mixing test device, by arranging the drivers and the water pressure loading mechanisms, the high soil pressure and high water pressure occurrence environment of deep underground soil can be simulated, and important scientific support is provided for safe development of deep underground space and disaster prevention and control.

This application provides an in-situ one-dimensional soil column permeability test device and method under rainfall conditions, relating to the field of soil permeability testing. The in-situ one-dimensional soil column permeability test device under rainfall conditions includes: a simulated soil mass and a rainfall simulation system. The simulated soil mass includes a test soil pile, a simulated soil column, and a moisture content sensor. The rainfall simulation system includes a stabilizing support, a simulated rain box, and an adjustment mechanism. The stabilizing support is inserted and fixed within the test soil pile and spans the test trench. The adjustment mechanism is located at the upper end of the stabilizing support. This in-situ one-dimensional soil column permeability test device under rainfall conditions allows for direct observation of permeability rate and permeability deformation, and can obtain the moisture content time-history curve during the test process to study the seepage field changes of the simulated soil column. It also effectively controls the distance between the simulated rain box and the top of the simulated soil column, reducing the impact of rainfall on the boundary of the simulated soil column.

The utility model relates to the technical field of seeding. The sowing surface soil loosening and covering device comprises a sowing machine, a fixing frame is installed at the rear end of the sowing machine through bolts, a roller is rotatably installed at the bottom end in the fixing frame, a plurality of pricking teeth are fixedly arranged on the surface of the roller, and a plurality of soil breaking idler wheels are installed on the side face of the roller and located in the fixing frame. A plurality of open grooves are formed in the end, close to the roller, of the bearing plate, a plurality of conveying chains are installed on the periphery of the bearing plate, a seeder is supported through a covering device, a fixing frame is stably installed at the rear end of the covering device, and the roller is rotationally installed at the bottom end in the fixing frame; large soil blocks can be bound by the binding teeth densely distributed on the surface, the soil blocks are ground through the image breaking roller, meanwhile, soil particles of small soil blocks can be further refined, and the soil quality is improved.

The invention discloses a flow-state solidified soil muddy water adjusting method, and relates to the technical field of flow-state solidified soil preparation, and the flow-state solidified soil muddy water adjusting method comprises the following steps: 1, pre-determining the design density of target flow-state solidified soil according to a use scene; 2, parameters such as the natural density of the initial flow-state solidified soil and the porosity of the waste residue soil on the use site are measured; 3, the mass of the curing agent is replaced with the mass of the waste residue soil through curing agent mixing amount conversion calculation; 4, according to the principle that the water-binder ratio and the total mass before and after mixing are not changed, the expression relation between the initial flow state solidified soil mass and the waste residue soil mass is obtained; 5, according to the porosity of the initial flow-state solidified soil measured on the use site, the volume loss generated when the density of the target flow-state solidified soil is adjusted is obtained; and step 6, calculating according to the volume of the target flow-state solidified soil and the design density of the target flow-state solidified soil required by the use site to obtain the volume of the required initial flow-state solidified soil, the mass of the waste residue soil, the water addition amount and the mass of the curing agent.

The application relates to the field of geotechnical engineering and automatic control technology, and discloses a rock-soil body parameter automatic correction method, a system, an electronic device and a storage medium.The method comprises the following steps: sensor network deployment and data acquisition; data preprocessing and abnormal value detection on the collected data; application of a mechanical behavior model and rock-soil body parameter correction; application of an optimization algorithm and optimization of key mechanical parameters; feedback calibration and correction parameter adjustment.The system comprises a sensor module, a data processing module, an optimization module and a calibration module.The electronic device comprises a memory, a processor and a computer program stored in the memory and capable of running on the processor.The application corrects key mechanical parameters by collecting stress and strain data of the rock-soil body in real time and combining the optimization algorithm, so that the rock-soil body parameters are kept highly consistent with actual working conditions through real-time monitoring and dynamic correction, and the correction accuracy and engineering safety are improved.

The invention discloses a tunnel construction surrounding rock-soil body parameter prediction method and system based on spatial variation characteristics, and the method comprises the steps: determining a sampling scheme in combination with geological survey information, collecting an undisturbed rock-soil body sample, obtaining core parameters through a test, and building an initial rock-soil body parameter database; combing tunnel construction disturbance factors, coupling a mechanical formula on the basis of the initial parameters, importing the coordinates of the existing building, and constructing a three-dimensional model fusing the stratum, the construction effect and the structural response; constructing an unconstructed state parameter spatial distribution model based on the initial database, introducing a disturbance factor to establish a parameter mapping relation, and completing the construction of a rock-soil mass parameter spatial variation model through the comparison and iterative adjustment of a field test value and a prediction parameter; monitoring points are arranged along the tunnel construction line, data are collected in real time and input into the model, the rock-soil body core mechanical parameter change trend in the future time period is predicted, and a distribution result is output. And a guarantee is provided for the safety and economy of tunnel construction.

The invention discloses an automatic observation device for measuring inclination deformation and underground water level in a rock-soil body in the same hole. The automatic observation device comprises an overground device and an underground device, the underground device comprises a lifting probe assembly on the inner layer, an inclined pipe assembly and a grouting plugging assembly on the middle layer, and a monitoring hole on the outer layer. The lifting probe assembly is a lifting probe assembly of a single-hole single-probe double-parameter sensor; the lifting probe assembly is provided with a water guide hole and a water collecting tank, so that the detection end of the water pressure sensor can still be kept in a soaking state after leaving a water body, and inaccurate or delayed reading caused by the fact that the detection end of the sensor is easily interfered by bubbles when exposed out of the water surface is avoided; the inclinometer pipe assembly of the middle layer adopts a design mode of alternately splicing'permeable pipe units' and'inclinometer pipe units'; the problem of cooperation of the permeable section and the consolidation section is effectively solved; a unique design with a water guide hole and a water collecting tank is integrated in the lifting probe, so that quick response and data continuity of water level monitoring are ensured.

The invention relates to the technical field of civil engineering construction, in particular to guniting mixing pile construction equipment which comprises a mounting plate, and the mounting plate is provided with a second mixing shaft capable of being driven to rotate and a first mixing shaft capable of rotating at a variable speed matched with the rotating speed of the second mixing shaft. The first stirring shaft and the second stirring shaft are each provided with a plurality of stirring blades which are arranged in a staggered mode, the stirring blades on the first stirring shaft can conduct reciprocating up-and-down shearing motion and rotate at the same time, drill bits are arranged at the lower end of the first stirring shaft and the lower end of the second stirring shaft, and grouting openings are formed in the upper portions of the drill bits. And a grouting pipe which can control the grouting flow and is communicated with the grouting opening is mounted on the mounting plate, so that the problems that in the prior art, a hard soil layer is possibly not thoroughly cut, a soft soil layer is likely to be excessively stirred, the local shearing force to the soil mass is insufficient, and grout only wraps the surface of the soil mass are effectively solved.

The invention discloses a rock-soil body mechanical parameter measurement system and method, and the system comprises an elastic sleeve which is used for being implanted into a rock-soil body and is internally provided with a deformation cavity; the sensing optical cable is distributed along the axial direction of the elastic sleeve and is in contact with the elastic sleeve; the optical fiber demodulator is electrically connected with the sensing optical cable and can demodulate an optical signal of the sensing optical cable to generate optical cable measurement data; the pressure source is used for providing pressure fluid; the pressure source can be communicated with the deformation cavity through the pressure control structure; the pressure detection mechanism is used for collecting pressure data of the deformation cavity; and the data analysis mechanism is used for analyzing, processing and generating mechanical parameters of the rock-soil body according to the pressure data and the optical cable measurement data. The sensing optical cable is distributed in the axial direction of the elastic sleeve and makes contact with the elastic sleeve, distributed measurement of the mechanical parameters of the rock-soil body can be achieved by analyzing the relation between the signal change of the sensing optical cable and the change of the rock-soil body, and the measurement result is more accurate.

The utility model relates to the technical field of cistanche harvesting, in particular to a cistanche harvesting device which comprises a movable frame, a lifting frame, a guide frame, a sliding frame and a supporting plate, the lifting frame is arranged on the movable frame in a sliding mode, the guide frame is fixedly connected to the lifting frame, the sliding frame is arranged on the guide frame in a sliding mode, and the supporting plate is fixedly connected to the sliding frame. A telescopic rod of a first electric push rod is started to extend to drive a connecting plate, a supporting ring and a plurality of second electric push rods and shovel plates on the supporting ring to move downwards, then the second electric push rods are started, the telescopic rod of the second electric push rod extends to drive the shovel plate on the second electric push rod to be inserted into soil around cistanche, and then the telescopic rod of the first electric push rod is operated to contract. And the shovel plate digs out the cistanche and part of soil blocks around the cistanche together, so that the effect of automatically collecting the cistanche is achieved, the working efficiency is further improved, the cistanche is not damaged, and the quality of the cistanche is ensured.

The invention belongs to the technical field of data processing, and particularly relates to a data processing method for rock-soil body deformation monitoring. The method comprises the following steps: firstly, acquiring displacement time sequence data of multiple monitoring points, and constructing a space-time displacement field; deformation field topological features are extracted through field theory analysis, deformation energy source sinks and a streamline network are identified, and monitoring point topological role weights are calculated; thirdly, screening an instability related characteristic frequency band through multi-scale wavelet transform, constructing a phase coupling matrix, dividing sub-regions, and calculating a coupling index; and finally, fusing the topological role weight and the phase coupling index to construct a deformation state entropy model, and triggering graded early warning according to an entropy change rate. According to the method, the limitation of traditional single-point analysis is broken through, the deformation propagation rule is accurately captured, the instability precursor recognition capability and the early warning reliability are improved, and the multi-dimensional deformation monitoring requirements of complex geology are met.

The invention provides a method for rapidly evaluating the stability of an engineering stockpiling yard, and belongs to the technical field of stockpiling yard stability evaluation.The method comprises the following steps that engineering geological information, hydrogeological information and stockpiling yard design data of the stockpiling yard are obtained, stockpiling process data are obtained, and a real-time detection device is buried in the stockpiling yard in the stockpiling process; the method comprises the following steps: carrying out deep drilling collection on a stockpiling field, carrying out parameter testing on collected materials, obtaining topographic and geomorphic data of the stockpiling field, obtaining related parameters of a rock-soil body of the stockpiling field, obtaining a natural state repose angle, inputting the data into software, simulating and analyzing safety coefficients of the stockpiling field under different working conditions, and obtaining prediction data of different working conditions. And constructing a three-dimensional space dynamic model of the stockpiling yard, inputting different working condition prediction data into the three-dimensional space dynamic model of the stockpiling yard, and predicting changes of the stockpiling yard under different working conditions. According to the method, the stability of the stockpiling yard can be rapidly and accurately evaluated, advanced prediction can be carried out, emergency processing can be carried out in advance, and accidents are avoided.

To make it possible to exhibit resistance force against both of initial movement of soil mass on a slope in a direction where pressure receiving plates separate from each other and initial movement of soil mass on the slope in a direction where the pressure receiving plates come closer to each other and reliably exhibit resistance force against initial movement of soil mass on the whole slope, in a slope stabilization structure in which the pressure receiving plates are fixed to projected portions of ground reinforcement materials.SOLUTION: In a slope stabilization structure, a plurality of column-like ground reinforcement materials 1 are driven toward a ground 100 from a slope 101 with intervals, pressure receiving plates 2 externally inserted into portions projected from the slope 101 of each of the ground reinforcement materials 1 to abut on the slope 101 are fixed to the ground reinforcement materials 1, one end part of a rigid connection member 3 is fixed to one pressure receiving plate 2, and the other end part of the rigid connection member 3 is fixed to another pressure receiving plate 2 arranged adjacent to the one pressure receiving plate 2 with an interval.SELECTED DRAWING: Figure 1

The utility model relates to the technical field of water conservancy construction cofferdams, and discloses a water conservancy construction cofferdam device which comprises a first fence and a second fence arranged on one side, a connecting assembly is arranged on the side wall of the first fence, the connecting assembly comprises four U-shaped calipers fixedly installed on the two sides of the first fence, and the U-shaped calipers are fixedly connected with the first fence. Under the cooperation of the crane, the first fence, the second fence, the clamping blocks and the U-shaped calipers, the first fence and the second fence are spliced together, construction is convenient, disassembly is easy, the turnover utilization rate is improved, the construction cost is reduced, at the moment, a sealing rubber strip can prevent water from seeping into the cofferdam from gaps of the clamping blocks, and under the cooperation of a valve core and an air bag, the sealing effect is good. Water is further prevented from leaking into the cofferdam from a splicing seam, under the cooperation of a screw rod, a first fixing block, a second fixing block and a nut, the situation that the connecting portion of the first fence and the second fence is dislocated due to uneven settlement of the soil body can be avoided, and water flow is prevented from entering the cofferdam.

The application discloses a landslide sliding simulation method for real-time change of rock-soil body parameters under rainfall infiltration, and comprises the following steps: a particle discrete element method (DEM) landslide model is established, rock-soil body parameters and boundary conditions are set, static force balance calculation is carried out to obtain an initial state of the landslide; grid division is carried out, seepage calculation grids are established, initial water content and seepage parameters in the fluid grids are valued, and the grids are grouped according to the particles; the boundary conditions of the landslide model are set to simulate rainfall infiltration, and the water content in the fluid grids is stored at a fixed time interval; the stored grid water content is called to modify the rock-soil body parameters in the grids in real time, and whether the landslide slides at the rainfall moment is calculated and obtained; if the landslide does not slide, the water content stored in the grids at the next moment is called to modify the rock-soil body parameters, and the landslide is re-solved and judged; if the landslide slides, additional solving calculation is carried out to obtain the movement of the landslide after sliding and the final accumulation form. The application realizes the simulation of the space-time change characteristics of the water content of the rock-soil landslide under the rainfall infiltration, realizes the simulation of the sliding duration of the landslide, the movement of the landslide after sliding and the final accumulation form after sliding under the rainfall, and overcomes the defects that the rock-soil body parameters are fixed and unchanged in the previous research on the rainfall infiltration landslide movement process.

The utility model relates to pore water pressure measurement technical field discloses geotechnical body pore water pressure gradient measuring device, including fixed pipe, the lower surface fixed connection of fixed pipe has the insertion block, the lower surface of fixed pipe is provided with the protection seat, the inside of protection seat is connected in the outer wall sliding of insertion block, the outer wall sliding of insertion block is connected with the ball bearing, the inside of protection seat is connected in the outer wall sliding of ball bearing, the outer wall fixed connection of ball bearing has the push piece, the outer wall fixed connection of push piece has the slide column, the outer wall sliding of slide column has the first spring, the inside of fixed pipe is provided with the conduction subassembly. In the utility model, through protection seat can to the internal structure protection of fixed pipe, through the cooperation of insertion block, ball bearing, push piece, slide column and first spring to protection seat and fixed pipe installation fixed, reach through the design of convenient dismantling in use fast to take down use, when not using, the effect that the internal structure of fixed pipe is conveniently provided with additional protection.